condensed catalogue of bethlehem structural...

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BETHLEHEMSTRUCTURAL

SHAPES^MANUFAOTURBX> BT

Betttlehem: Steel Company\ \ BETHLEHEM, PA.

X-

Revised to January, 1922.V

GENERAL OFFICES:

At the Works, Bethlehem, Pa.

SALES OFFICES:

Boston. 141 Milk Street.

New York, 25 Broadway.

Philadelphia, Morria Building.

Atlanta, Healey Building.

Pittsburgh, First National Bank Building.

Cleveland, Guardian Building.

Chicago, Peoples Gas Building.

San FRANasoo. Monadnock Buikling.

Copyright, 1922, Bethlehem Steel Company.

BETHLEHEM STEEL COMPANY.

NOTICE.

This catalogue gives dimensions, weiglits and properties

of all Bethlehem Structural Shapes, revised to date.

All Bethlehem I Beams shown in this catalogue are nowavailable, also all Bethlehem H Columns and Bethlehem

Supplementary Columns.

All Bethlehem Girder Beams shown in this catalogue will

be available April 1, 1922, after which date the previous

sections of girder beams will be discontinued.

Weights of all sections include weights of fillets, in con-

formity with the established practice adopted by the Asso-

ciation of American Steel Manufacturers.

The sections are numbered throughout the tables for con-

venience in identification and ordering.

A Handl)ook containing full tables of safe loads and other

information is in course of preparation. The safe load

tables given in the 1911 Catalogue are correct as printed for

all sections that have not been superseded.

Bethlehem, Pa. Bethlehem Steel Company.

January, 1922.

II

BETHLEHEM STEEL COMPANY

EXPLANATORY NOTES.

Large additional mill capacity for the manufacture of wideflange structural shapes has made the production of new sec-

tions practical where it had been found desirable for theimprovement of the previously established line of BethlehemStructural Shapes. Several new I beam and column sections

were recently added, information concerning which has beenpublished. A further desirable improvement has now beenmade in modifying Bethlehem Girder Beam sections to

provide more than one weight of a section. All additional

and modified sections to date are shown in this catalogue,

together with all previous sections that have not been super-seded.

Bethlehem Girder Beams. In general three weights are

provided for each section, the middleweights correspondingto the previous sections of Bethlehem Girder Beams from G8to G24 a, inclusive. The lighter and heavier weights of eachsection provide opportunity for greater economy in the selec-

tion of sizes for any required purpose. To accomplish this,

slight modifications in profile have been made in all girder

sections from G8 to G24 a, inclusive. Simplification in theproduction of the larger girder sections, G26, G28 and G30,has been obtained by changing the profiles to an extent per-

mitting all variations in weights of each girder to be pro-

cured from the same set of rolls.

Attention is called to the manner in which the variation in

weight of the new girders is obtained by increasing or de-creasing the thickness of the flange as well as that of the web,shown in Fig. 3, instead of obtaining the entire variation in

weight bv increasing or decreasing the thickness of the webonly. This method was first successfully applied to the threenew I beam sections B18 a, B22 and B24 b, and has now beenextended to all the girder beams.

This method of rolling, on which patents are pending,permits obtaining a variation in Section Modulus practically

proportional to the variation in weight. Thus G12, 61 lbs.,

compared with G 12, 55.5 lbs., has an increase of 7.2 in SectionModulus, or about 10 per cent increase in modulus, due to

the increase of 5.5 lbs. in weight, which is about 10 per centincrease in weight also. The increase or decrease in flange

thickness is made at the outside of the flange, thereby slightly

varying the depth of the beam; but the total variation in

depth from minimum to maximum is not more than theusual allowable tolerance in depth necessary in any methodof rolling beams.

The flanges of all giraer beams have a bevel of 81- percent, or a slope of 1 in 12.


Bethlehem I Beams. No changes have been made in

Bethlehem I Beam sections, and the list of sizes is the sameas previously, except that the three new I beam sections,

recently added, viz.: B18 a, B22 and B24 b, are included.

These three new beam sections are increased by the samemethod as explained for Bethlehem Girder Beams, and their

flanges have the same bevel of Sf per cent, or a slope of1 in 12.

All other Bethlehem I Beams are increased, as shown in

Fig. 1, by spreading the main rolls, which adds an equalamount to the thickness of the web and to the width of theflanges, all other dimensions remaining unchanged. Thebevel of the flanges is 9 per cent.

Bethlehem Columns. Four new weights have beenadded to the series of 12" H Columns, and two new weightsto the series of 10" H Columns. Tables are given of prop-erties of 14" H Columns reinforced with cover plates, whencolumns are required of greater sectional area than thelargest 14" H Column rolled.

All Supplementary Column Sections, which were recently

added, are given in this catalogue.

Bethlehem column sections are increased, as shown in

Fig. 2, by spreading both sets of rolls; the thickness of theweb and the width of the flanges are increased equally, thethickness of the flanges being^ increased a proportionateamount.

Flanges of all column sections have a slope of 2 per cent.

mm^mmii

^^''^^i

Fig. 1

BETHLEHEM STEEL COMPANY.

Bending Factors. To aid in the selection of columnssubjected to direct loads and also to bending, produced byeccentric loads or by other means, bending factors are given,

which furnish a convenient and practical method of convertingthe bending moment into an equivalent direct central load.

P' —centrally applied load, in lbs.

P" —eccentric load, in lbs.

m —bending moment, in inch lbs., produced by P".P'"—an equivalent central load, in lbs., producing the

same maximum stress as bending moment.P —total equivalent load on column, in lbs.

f —fiber stress, lbs. per sq. in., due to bending.S —section modulus about axis of bending.A —area of section, square inches,

k —bending factor =• A -^ S.

m P"'Then, f *" ^' and, by assumption, t~ — f.

A mk P"'But as k - -g- then f -X ""

A~~' ^"^ ^"' " "™^*

Therefore, P - P' + P' + P" - P' + P" + mk.

Hence, if the bending moment, in inch lbs., is multipliedby the bending factor, k, the product is an equivalent central

load on the column producing the same compressive stress asthe bending moment.

Material. All Bethlehem Structural Shapes are of openhearth steel exclusively, conforming to Manufacturers'Standard specifications; and also to American Railway Engi-neering and Maintenance of Way Association specifications.

Matenal complying with any other standard specifications

may be furnished by special arrangement.

GENERAL CONDITIONS.

Shapes will be cut to ordered length within an allowablevariation either way, as follows: Bethlehem I Beams 8" to24", inclusive, within ^ inch; all other sections, within Kinch. For cuttmg with less variation, or to exact length, anextra price is charged.

Sections are furnished only at catalogue weight. Shapesmay have an allowable variation of 23^ per cent from nomi-nal section.


l< E1 *\

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WEIGHTS AND DIMENSIONS OF

BETHLEHEMGIRDER BEAMS.

L-tn

Sect, ionNumber.

G30

G28

G26

G24a

G24

G20a

G20

G18

per Foot

DIMENSIONS. IN INCHES.

WeightLbs. Nominal

200.0

190.0

181.0

175.0

165.0

160.0

151.0

144.0

149.0

141.0

133.0

129.0

121.0

114.0

149.0

142.0

135.0

120.0

113.0

107.0

100.0

93.0

87.5

Depth.

303^

30

29K

283^

28

26^26

25K

24K24

23^

24^24

23K

20^^

20

201^

20

19K

18K18

17K

FlangeWidth.

B

15.04

15.00

14.97

14.29

14.25

13.79

13.75

13.73

13.29

13.25

13.22

12.29

12.25

12.22

12.78

12.75

12.72

12.03

12.00

11.98

11.54

11.50

11.48

WebThick-ness.

Flange Thickness. 1

At Edge. At Root.

W M N

.76 .950 1.545

.72 .890 1.485

.69 .830 1.425

.70 .870 1.436

.66 .810 1.376

.67 .845 1.392

.63 .785 1.332

.61 .725 1.272

.65 .840 1.367

.61 .780 1.307

.58 .720 1.247

.58 .770 1.258

.54 .710 1.198

.51 .650 1.138

.69 .970 1.475

.66 .910 1.415

.63 .850 1.355

.59 .770 1.247

.56 .710 1.187

.54 .650 1.127

.52 .670 1.129

.48 .610 1.069

.46 .550 1.009

BETHLEHEM STEEL COMPANY. 7

WEIGHTS AND DIMENSIONS OF

k—-B•

R 8/,J<

BETHLEHEM 6 »-w

GIRDER BEAMS. i

i ^ ^ =.-^MT^

SectionNumber.

WeighULbs.

per Fool.

DIMENSIONS , IN INCHES.

NominalDepth.

FlangeWidth.

WebThick-ness.

Flange Thickness. Radiusof

Fillet.At Edge. At Root.

D B W M N R

147.0 15K 11.78 .83 1.150 1.606 .90

G15b 141.0 15 11.75 .80 1.090 1.546 .90

135.0 UVb 11.72 .77 1.030 1.486 .90

111.0 15.^ 11.29 .&4 .845 1.289 .70

G15a 105.0 15 11.25 .60 .785 1.229 .70

99.0 14K 11.22 .57 .725 1.169 .70

80.5 15K8 10.79 .48 .570 1.000 .55

G15 74.0 15 10.75 .44 .510 .940 .55

69.0 14K 10.73 .42 .450 .880 .55

76.5 12K 10.29 .51 .620 1.027 .55

G12a 70.5 12 10.25 .47 .560 .967 .55

66.0 nvs 10.23 .45 .500 .907 .55

61.0 12K 10.03 .41 .465 .866 .45

G12 55.5 12 10.00 .38 .405 .806 .45

51.5 lift 9.98 .36 .360 .761 .45

50.0 lOH 9.04 .36 .445 .807 .40

GIO 44.5 10 9.00 .32 .385 .747 .40

41.5 m 8.99 .31 .340 .702 .40

43.5 9H 8.54 .35 .405 .746 .40

G9 38.5 9 8.50 .31 .345 .686 .40

36.0 8H 8.48 .29 .315 .656 .40

37.0 8K 8.03 .33 .365 .686 .40

G8 33.0 8 8.00 .30 .305 .626 .40

31.0 7f| 7.99 .29 .275 .596 .40

8 BETHLE HEM STEEL COMPANY. |

UC---B--*;

11^ WESGHTS AND DIMENSIONS OF

P - . 4-W BETHLEHEM Z BEAMS.

Jc..c^^i^j-w1

SectionNumber.

Weight.Lbs.

per Foot.


Depth.FlangeWidth.

WebThick-ness.

Flange Thickness.Radius

ofFillet.At Edge. At Root.

D B W M N R

B30 121.0 30 10.500 .540 .735 1.183 .65

B28 106.0 28 10.000 .500 .675 1.102 .60

B26 91.0 26 9.500 .460 .600 1.007 .55

B24b*104.5

99.5

95.5

24^24

23 -H

9.775

9.750

9.730

.550

.525

.505

.750

.705

.660

1.134

1.089

1.044

.60

.60

.60

B24a 84.5 24 9.250 .460 .585 .980 .55

B2483.0

73.5

24

24

9.130

9.000

.520

.390

.510

.510

.897

.897

.50

.50

B22*

71.5

68.5

65.5

22K22^22

8.535

8.520

8.500

.420

.405

.385

.545

.515

.485

.883

.853

.823

.50

.50

.50

B20a82.0

73.0

20

20

8.890

8.750

.570

.430

.580

.580

.955

.955

.55

.55

B2069.0

64.5

59.5

20

20

20

8.145

8.075

8.000

.520

.450

.375

.475

.475

.475

.818

.818

.818

.45

.45

.45

Note: All Be(except those mar

tiilehem

ked wl

I Beams have a slope of flange of 9%lich have a slope of 8^ %.

BETHLEHEM STEEL COMPANY. ^

WEIQHTS AND DIMENSIONS OF !

^--B-H

^ Ql^

BETHLEHEM Z BEAMS. ?1

-^ -W

.T-- ^N-. iMt

SectionNumber.

Weight,Lbs.

per Foot.


Depth. FlanpcWidth.

WebThick-ness.

Flange Thickness.Radius

At Edge. At Root.of

Fillet.

D B W M N R

B18a*74.069.064.5

18K18

17J^

8.7708.7508.730

.440

.420

.400

.645

.585

.525

.992

.932

.872

.50

.50

.50

BIS

59.054.552.049.0

18181818

7.6757.5907.5557.500

.495

.410

.375

.320

.430

.430

.430

.430

.753

.753

.753

.753

.40

.40

.40

.40

315 b 71.5 15 7.500 .520 .785 1.099 .60

B15a 64.054.5

1515

7.1957.000

.605

.410

.590

.590.887

.887.50

.50

B1546.041.038.5

151515

6.8106.7106.660

.440

.340

.290

.400

.400

.400

.686

.686

.686

.40

.40

.40

B12a 36.5 12 6.300 .310 .440 .710 .40

B12 32.028.5

1212

6.2056.120

.335

.250.330.330

.594

.594.35

.35

BIO 28.5

23.51010

5.9^)0

5.850.390

.250.270

.270.522.522

.30

.30

B9 24.020.5

99

5.5555.440

.365

.250.245.245

.479

.479.30

.30

B8 19.5

17.588

5.3255.250

.325

.250.205

.205.430

.430.30

.30

Note: All Bethlelicm

( xcept those marked * wl

I Beams liave a slope of

lich have a slope of 8 J %flange of 9%

10 BETHLEHEM STEEL COMPANY.

X XPROPERTIES OF

,—

^

BETHLEHEM GIRDER BEAMS.Y

SectionNiimber.

NominalDepthof

Beam.Inches.

Weight.Lbs.

Foot.

Areaof

Section,SquareInches.

Thick-nessof

Web,Inches

Widthof

Flange.Inches.

AXIS XX.

Momentof

Inertia.

I

Radius

Gyra-tion.

r

SectionModulus

S

G3022^3029 J^

200.0190.0181.0

58.5255.5252.82

.76

.72

.69

15.04

15.0014.97

9148.88651.18181.0

12.50

12.4812.45

607.5576.7547.6

G28 283^28

175.0165.0

51.0248.19

.70

.66

14.29

14.25

6988.76577.9

11.70

11.68497.1469.9

G26263^26

25K

160.0151.0144.0

46.8544.1641.99

.67

.63

.61

13.79

13.75

13.73

5576.65237.14930.6

10.91

10.8910.84

427.0402.9381.0

G24a243^24

23K

149.0141.0133.0

43.5741.0238.71

.65

.61

.58

13.2913.2513.22

4451.14174.23912.4

10.11

10.09

10.05

369.1347.9327.7

G2424^24

23K

129.0121.0

114.0

37.74

35.3033.12

.58

.54

.51

12.2912.2512.22

3844.83585.33340.6

10.0910.08

10.04

318.8298.8279.8

G20a203.«

2019^

149.0

142.0

135.0

43.44

41.3139.18

.69

.66

.63

12.7812.7512.72

3106.62932.32760.6

8.468.43

8.39

308.8

293.2277.7

G2020K20

19K

120.0113.0

107.0

34.9532.9031.06

.59

.56

.54

12.03

12.00

11.98

2505.52340.22184.0

8.478.43

8.39

249.1

234.0219.7

GIB183^18

17K

100.093.087.5

29.2527.1425.40

.52

.48

.46

11.5411.5011.48

1725.71593.41472.8

7.687.667.61

190.5

177.0

164.7

W—SjI. ^SpM=-Mf =A1S=Se.

ife load in pounds, uniform

an, in feet.

oment of forces, in foot pot

lowable Fiber Stress, in lbs

:tion Modulus about axis }

y distrih

inds.

per squ

ex.

uted, including weight of t

are inch.

)eam.

BETHLEHEM STEEL COMPANY 11

PROPERTIES OF

BETHLEHEM GIRDER BEAMS.

COEFFICIENTS OF STRENGTH.

For FiberStress of

16.()0() Ll>s.

K^JsuaiBujld-ingCodeRe-quireinent.

6,480,0006,152,0005,841,000

5,302,0005,012,000

4,555,0004.297.0004.064.000

3,937,0003,710.0003,495,000

3,401.0003,187,0002,984,000

3,294,0003,128,0002.962,000

2.657,0002.496,0002,344.000

2.032,0001,888.000

1.757.000

For FiberStress of12.000 Lbs.i)er Sq. In.

For MovingLoads.

C4,860,0004.614,0004,381.000

3,976,0003,759,000

3,416.0003.223.0003.048.(X)0

2,953,0002.783,0002.621.000

2.550.0002.390,0002,238,000

2,470,0002.346,0002,222,000

1,992,0001.872.000

1.758.000

1.524.0001.416.0001,318.000

For FiberStress of18.000 Lbsper Sq. In.

For Quies-cent Loads

7,290,00011936,921,0006.571.000

5,965,00011645,638,0001149,

5,124,00qi49.4.834.0001344.572.000|l27,

4.429.0001138,

4.174.00011243,932,0001

,00013,826,

3,585,00qi013,357,000

3,706,0003,519,0003,333,000|l20

2,989,000 la)2,808.000 101

2.637,000

2,286,0002.125,0001.977.000

Maxi-mumSafeShear

on Web.in

Pounds.

,200176,400163.700

800,100

500900300

200600

14,400

14,800400

91,400

138,100129.200

500

.800

.000

95,100

86.30076.00070.700

AXIS YY.

Mo-mentof

Inertia.

I'

628.5589.4552.0

496.2462.8

432.8402.7375.0

383.3356.4330.7

278.2256.9236.7

384.5360.9337.6

260.1240.8222.3

202.6185.1

168.9

Radiusof

Gyration.

3.283.263.23

3.123.10

3.04

3.022.99

2.972.952.92

2.722.702.67

2.97

2.962.94

2.73

2.71

2.68

2.63

2.61

2.58

SectionModulus

83.678.673.7

69.465.0

62.858.654.6

57.753.850.0

45.341.938.7

60.256.653.1

43.240.1

37.1

35.1

32.229.4

C, C, and C"^ Coefficients given in the table.

C_ C C C"W=j-.orj-.orj- M C C

8' ^8*** 8

C, or C, or <" WU 8M - f f S

12 BETHLEHEM STEEL COMPANY.Yi

PROPERTIES OFX f"t" BETHLEHEM GIRDER BEAMS.i^

SectionNumber.

NominalDepthof

Beam.Inches.

Weight,Lbs.

Fw)t.

Areaof


Thick-nessof

Web,Inches.

Widthof

Flange.Inches.

AXIS XX.

Momentof

Inertia.

I

Radiusof

Gyration.

r

SectionModulus.

G15b15^15

147.0141.0135.0

42.7340.8639.01

.83

.80

.77

11.7811.7511.72

1666.21577.71490.7

6.246.21

6.18

220.4210.4200.4

G15a15K15

111.0105.099.0

32.4030.4528.65

.64

.60

.57

11.29

11.2511.22

1306.31218.21134.7

6.356.326.29

172.8162.4152.5

G15 1514%

80.574.069.0

23.4421.5519.96

.48

.44

.42

10.7910.75

10.73

968.5883.8806.4

6.436.406.36

128.1

117.8108.4

G12a12K12

76.570.566.0

22.2920.5719.11

.51

.47

.45

10.2910.2510.23

589.0538.4491.7

5.14

5.125.07

97.289.782.8

G12123^12

iiM

61.055.551.5

17.7716.21

15.07

.41

.38

.36

10.0310.009.98

479.9431.8396.9

5.205.165.13

79.272.066.6

GIO10^10

50.044.541.5

14.51

13.0312.12

.36

.32

.31

9.049.008.99

275.5244.7223.8

4.364.334.30

54.4

48.945.2

G99H98H

43.538.536.0

12.6211.23

10.55

.35

.31

.29

8.548.508.48

193.8170.3

158.9

3.923.893.88

42.537.935.5

G837.033.031.0

10.779.579.01

.33

.30

.29

8.038.007.99

131.1

114.2106.2

3.493.453.43

32.328.6

26.7

W==Safe load in j

L =Span, in feet.

M=Moment of fc

f -Allowable Fib

S -^Section Modu

X)und8, uniformly distribi

)rces, in foot pounds.

ler Stress, in lbs. per squa

lus about axis XX.

Jted, inc

re inch.

luding weight of I)eam.

BETHLEHEM STEEL COMPANY 13

PROPERTIES OF

BETHLEHEM GIRDER BEAMS.


For Fiber i „ _,.. r ,, --lSiress of ^"'' F»ber For Fiber

ij; (MX) lbs IStress of Stress of

iK-r Sci inI

1^.000 Lbs! l«.(XX)Lbs

UsualBuild- i>*'r Sq. In. per Sq. In.

iiiKCodeRe- ^^^ Moving For Quies-

quirement.

C

2,351,0002.244,0002,137,000

1,843,0001,733,000

1,627.000

1,367,0001.257,000

1,156,000

1.037,000957,100883,000

844,700767.700710,800

580,800522.100481,900

453.400403,800379,200

344,500304,500285,200

Loads.

C

1,763,000

1,683,0001.603,000

1,382,0001,299,0001,220,000

1,025,000942,800867,100

777,600717,800662,300

633,500575,800533.100

435,600391,500361,400

340,000302,800284,400

258,400228.400213,900

cent Loads.

2,645,0002,524,0002,404,000

2,074,0001,949,0001,830,000

1,537,0001,414,0001,301,000

1,166,0001,077,000993,400

950,300863,600799,700

653,300587,300542,100

510,000454.300426.600

387.600342,600320,900

Maxi-mumSafeShear

on Web.in

Pounds.

125,500120,000114,600

96,80090,00084,800

69,70061,10056,600

61,80056,40053,500

49,10043,80040.300

36,40031,10029,500

31,90027.90025.300

26.80024.00023.000

AXIS YY.

Mo-mentof

Inertia

347.3328.3309.5

231.2214.3198.4

143.0128.9

115.8

132.1

119.7

108.3

95.884.9

76.9

66.458.252.6

51.344.441.0

38.733.230.5

Radiusof

Gyration.

2.85

2.83

2.82

2.672.652.63

2.47

2.452.41

2.432.41

2.38

2.322.292.26

2.14

2.11

2.08

2.021.99

1.97

1.90

1.86

1.84

SectionModulus.

59.055.952.8

41.038.1

35.4

26.524.021.6

25.723.421.2

19.1

17.0

15.4

14.7

12.9

11.7

12.0

10.4

9.67

9.658.297.63

C, C and C" — Coefficients given in the table.

W=" =-» or =-» or r- ; M=- -^» or — » or -^

C, or C, or C WL8

8M8

f f S


X J

^ PROPERTIES OFX

4BETHLEHEM I BEAMS.

Y

SectionNumber.

Depthof

Beam,Inches.

Weight.Lbs.

iSt.

Areaof

Section.SquareInches.

Thick-nes.s

ofWeb,Inches.

Widthof

Flange,Inches.

'AXIS XX.

Momentof

Inertia.

Radiusof

Gyra-tion.

SectionModulus.

I r S

B30 30 121.0 35.30 .540 10.500 5239.6 12.18 349.3

B28 28 106.0 30.88 .500 10.000 4014.1 11.40 286.7

B26 26 91.0 26.49 .460 9.500 2977.2 10.60 229.0

H24b24^24

23 If

104.5

99.5

95.5

30.63

29.15

27.79

.550

.525

.505

9.775

9.750

9.730

2967.7

2811.7

2663.1

9.84

9.82

9.79

246.4

234.3

222.8

B24a 24 84.5 24.80 .460 9.250 2381.9 9.80 198.5

B2424

24

83.0

73.5

24.59

21.47

.520

.390

9.130

9.000

2240.9

2091.0

9.55

9.87

186.7

174.3

B2222^223^

22

71.5

68.5

65.5

20.88

20.04

19.08

.420

.405

.385

8.535

8.520

8.500

1705.2

1629.3

1549.5

9.04

9.02

9.01

154.2

147.7

140.9

B20a20

20

82.0

73.0

24.17

21.37

.570

.430

8.890

8.750

1559.8

1466.5

8.03

8.28

156.0

146.7

B2020

20

20

69.0

64.5

59.5

20.26

18.86

17.36

.520

.450

.375

8.145

8.075

8.000

1268.9

1222.1

1172.2

7.91

8.05

8.22

126.9

122.2

117.2

M I*

f /

S ?

afe load in pounds, uniformly distributed, including weight ol

pan, in feet.

i/Iomcnt of forces, in foot pounds.

Ulowahle Fiber Stress, in lbs. per square inch.

action Modulus about axis XX.

beam.


PROPERTIES OF

.t X

BETHLEHEM Z BEAMS. J-


Maxi-mumSafeShear

on Web,in

Founds.

AXIS YY.

SectionNum-ber.

For FiberStress ofIH.CXX) Lbsj)er Sq. In.

UsualBuilfiingCcxleRcquiremenl.

For F'iIht

Stress of12,00()Lhs.per Sq. In.

For MovinRLoads.

F>>r FiberStress of1«.()(K) Lbs.ix;r Sq. In.

For Quicscent Loads.

Momentof

Inertia.

Radiusof

Gyra-tion.

SectionModulus.

C C C" I' r' 8'

3,726,000 2,795,000 4,192,000 103,800 165.0 2.16 31.4 B30

3,058,000 2,294,000 3,441,000 89,000 131.5 2.06 26.3 B28

2,443,000 1,832,000 2,748,000 75,300 101.2 1.95 21.3 B26

2,628,000

2,499,000

2,376,000

1,971,000

1,874,000

1,782,000

2,957,000

2,812,000

2,673,000

104,300

95,900

89,300

132.9

124.8

117.1

2.08

2.07

2.05

27.2

25.6

24.1

324 b

2,117,000 1,588,000 2,382,000 75,100 91.1 1.92 19.7 324 a

1,9<)2,000

1.859,000

1,494,000

1,394.000

2,241,000

2,091,000

93,100

54,000

78.0

74.4

1.78

1.86

17.1

16.5324

1.645,000

1,576.0CK)

1,503.000

l,?.33,aK)

1,182,000

1,127,000

1.850.000

1.773,000

1,690.000

62,500

58,200

52.600

65.8

62.3

58.8

1.78

1.76

1.76

15.4

14.6

13.8

322

1.664.000

1.564.000

1,248,000

1,173,000

1,872,000

1,760,000

102,400

64,900

79.f)

75.9

1.82

1.88

18.0

17.3320 a

1.354,000

1,304,000

1,250,000

1,015,000

977,700

937,700

1.523,000

1,467,000

1,407,000

88,200

69,400

50,000

51.2

49.8

48.3

1.59

1.62

1.66

12.6

12.3

12.1

320

C, C, and C" - Coefficients given in the Ublc.

W«[.or{::or^'; M^^.or^;or§"

(\c,r<', orC"-WL-8M -|f SL


"f-PROPERTIES OF

XJ-_X

iY

BETHLEHEM 1 BEAMS.

Seel ionNumber.

Depthof

Beam,Inches.

Weight,Lbs.

Areaof

Section.SquareInches.

Thick-nessof

Web,Inches.

Widthof

Flange,Inches.

AXIS XX•

Momentof

Inertia.

Radiusof

Gyra-tion.

SectionModulus

I r S

18H 74.0 21.61 .440 8.770 1238.0 7.57 136.6

B18a 18 69.0 20.20 .420 8.750 1142.5 7.52 126.9

17K 64.5 18.79 .400 8.730 1048.5 7.47 117.3

18 59.0 17.40 .495 7.675 883.3 7.12 98.1

B18 18 54.5 15.87 .410 7.590 842.0 7.28 93.6

18 52.0 15.24 .375 7.555 8^5.0 7.36 91.7

18 49.0 14.25 .320 7.500 798.3 7.48 88.7

B15b 15 71.5 20.95 .520 7.500 796.2 6.16 106.2

B15a 15 64.0 18.81 .605 7.195 664.9 5.95 88.6

15 54.5 15.88 .410 7.000 610.0 6.20 81.3

^ 15 46.0 13.52 .440 6.810 484.8 5.99 64.6

B15 15 41.0 12.02 .340 6.710 456.7 6.16 60.9

15 38.5 11.27 .290 6.660 442.6 6.27 59.0

B12a 12 36.5 10.61 .310 6.300 269.2 5.04 44.9

12 32.0 9.44 .335 6.205 228.5 4.92 38.1B12

12 28.5 8.42 .250 6.120 216.2 5.07 36.0

BIO10 28.5 8.34 .390 5.990 134.6 4.02 26.9

10 23.5 6.94 .250 5.850 122.9 4.21 24.6

B9 9 24.0 7.04 .365 5.555 92.1 3.62 20.5

9 20.5 6.01 .250 5.440 85.1 3.76 18.9

B8 8 19.5 5.78 .325 5.325 60.6 3.24 15.1

8 17.5 5.18 .250 5.250 57.4 3.33 14.3

W Safe load in pounds, uniformly distributed, iricluding weight of beam.

1j -- Span, in ice t.

M Moment of forces, in f<.K>t pounds.

f - Allowable F ilx;r Stress, in lbs. per square iiicl1.

S —Section Mo<lulus about axis XX.


PROPERTIES OFX..I-?.

BETHLEHEM I BEAMS.|Y


Maxi-mumSafeShear

on Web,in

Pounds.

AXIS YY.

SectiorNum-ber.

For FiberStress of16,000 Lbs

UsuaSuild-ingCodeReqtiirement.

For FiberStress of12.000 Lbsper Sq. In.

For MovingLoads.

For FiberStress of18.000 Lbs.per Sq. In.For Quies-cent Loads.

Mo-mentof

Inertia.

Radiusof

Gyra-tion.

SectionModulus

C C C" I' r' 8'

1.458,000 1,093,000 1.640,000 66,100 82.9 1.96 18.9

1,354,000 1,016,000 1.523,000 60.800 75.6 1.93 17.3 B18a1,251,000 938,000 1.407,000 55,600 68,4 1.91 15.7

1,047,000 785,200 1,178,000 78,000 39.1 1.50 10.2

997,900 748,400 1.123,000 57,500 37.7 1.54 9.92B18

977.700 733,300 1.100,000 49,200 37.1 1.56 9.82

946,100 709,600 1,064,000 36,700 36.2 1.59 9.66

1.132.000 849,300 1,274,000 77,900 61.3 1.71 16.3 B15b

945.600 709,200 1,064,000 90,800 41.9 1.49 11.6B15a

867,600 650,700 976,100 54,800 38.3 1.55 10.9

689,500 517,100 775,700 60,000 25.2 1.36- - 7.40

649,400 487,100 730,600 39,900 24.0 1.41 7.15 B15629,500 472,100 708,200 30,100 23.4 1.44 7.03

478,600 359,000 538,400 32,200 21.3 1.42 6.77 B12a

406,200 304.700 457,000 35.800 16.0 1.30 5.14B12

384.400 288,300 432,500 22,200 15.3 1.35 4.98

287.100 215,300 323,000 39,000 12.1 1.21 4.05BIO

262,200 196.700 295.000 21,000 11.2 1.27 3.83

218,300 163,700 245,600 32,900 8.8 1.12 3.17B9

201,800 151,400 227.000 20,100 8.2 1.17 3.02

161,600 121,200 181.800 26,000 6.7 1.08 2.51 B8153.000 114,8(X) 172,100 18,900 6.4 1.11 2.43

C. C\ ai1x1 C" •- Coefficicnta given in the Ubie.

or,;, orj;

; M^^.or ^.orj^

C, orC orC"-=WL-8M-- |f S


DIMENSIONS AND PROPERTIES OF

BETHLEHEM 14' H COLUMNS.

A'J^^1

1G

w \

1M:;.L-iL^.. i. 1

h B->H

Section

Weight

Section,


Number. Lbs.

Foot. D

Nom-inal.

T B w M N G L

84.0 13^ H 13.92 .43 .620 .755 19^892.0 13K8 % 13.96 .47 .683 .817 19^4

100.0 14 H 14.0 .51 .745 .880 19f|107.5 14H % 14.04 .55 .808 .942 19H115.5 14M H 14.08 .59 .870 1.005 20A-123.5 14^ 1 14.12 .63 .933 1.067 20rV131.5 141^ Ife 14.16 .67 .995 1.130 20M139.0 14^^ 14.19 .70 1.058 1.192 203^147.0 UH lA 14.23 .74 1.120 1.255 2032155.0 UVs IM 14.27 .78 i.ia3 1.317 205/8 H2

163.0 15 lA 14.3 1 .82 1.245 1.380 2034 ^

171.5 15'. 8 Wh 14.35 .86 1.308 1.442 20^8li

HI 4 179.5 15M lA 14.39 .90 1.370 1.505 211187.5 153 8 VA 14.43 .94 1.433 1.567 211

8

1«

196.0 151^ lA 14.47 .98 1.495 1.630 2VA co

204.5 15^ \% 14.5 1 1.02 1.558 1.692 2m 8

212.0 15^ IH 14.54 1.05 1.620 1.755 21A .2

220.5 15J^ 1^ 14.58 1.09 1.683 1.817 21A21ii

J228.5 16 IH 14.62 1.13 1.745 1.880

237.0 16H IK 14.66 1.17 1.808 1.942 21

H

245.5 len IH 14.7 1.21 1.870 2.005 21 H254.0 \^% 2 14.74 1.25 1.933 2.067 22 ,V262.5 16!

-i 2A2K

14.78 1.29 1.995 2.130 22^271.0 16^ 14.82 1.33 2.058 2.192 22 A279.5 16?^ 2A 14.86 1.37 2.120 2.255 22t\288.5 \^% 2K 14.9 1.41 2.183 2.317 22A



BETHLEHEM 14

Y1

_X_

L. -^

" H COLUMNS.

x_

Y

weight

Section,Lbs.

Areaof

Section.

AXIS XX. AXIS YY.

Mo-ment Section

Radiusof Bend-

Mo-ment Section

Radiusof Bend-

Square of Modu- Gyra-tion.

ing of Modu- Gyra-tion.

ing

FoolInches. Inertia. lus. Factor. Inertia. lus. Factor

I S r k I' 8' f k'

84.0 24.46 884.9 128.7 6.01 .190 294.5 42.3 3.47 .57892.0 26.76 976.8 140.8 6.04 .190 325.4 46.6 3.49 .574

100.0 29.06 1070.6 153.0 6.07 .190 356.9 51.0 3.50 .570107.5 31.38 1166.6 165.2 6.10 .190 388.9 55.4 3.52 .566115.5 33.70 1264.5 177.5 6.13 .190 421.3 59.9 3.54 .563123.5 36.04 1364.6 189.9 6.16 .190 454.4 64.4 3.55 .5601.31.5 38.38 1466.7 202.3 6.18 .190 487.9 68.9 3.57 .557

139.0 40.59 1568.4 214.5 6.21 .189 520.9 73.4 3.58 .553

147.0 42.95 1674.7 227.1 6.24 .189 555.4 78.1 3.60 .550155.0 45.33 1783.3 239.8 6.27 .189 590.5 82.8 3.61 .548163.0 47.71 1894.0 252.5 6.30 .189 626.1 87.5 3.62 .SI5

171.5 50.11 2007.0 265.4 6.:i3 .189 (S62.3 92.3 3.64 .543179.5 52.51 2122.3 278.3 6.:i6 .189 699.0 97.2 3.65 .541

187.5 54.92 2239.8 291.4 6.39 .18^) 736.3 102.1 3.66 .5381%.0 57.35 2.359.7 304.5 6.41 .188 774.2 107.0 3.68 .5362a4.5 59.78 2481.9 317.7 6.44 .188 812.6 112.0 3.69 .534

212.0 62.07 2603.3 330.6 6.48 .188 849.8 116.9 3.70 .531

220.5 64.52 2730.2 344.0 6.51 .188 889.3 122.0 3.71 .529228.5 66.98 2859.6 357.5 6.53 .187 929.4 127.1 3.72 .527

•237.0 69.45 2991.5 371.0 6.56 .187 970.0 132.3 3.74 .525245.5 71.94 3125.8 384.7 6.59 .187 1011.3 137.6 3.75 .523254.0 74.43 3262.7 398.5 6.62 .187 1053.2 142.9 3.76 .521262.5 76.93 3402.1 412.4 6.65 .187 1095.6 148.3 3.77 .519271.0 79.44 3544.1 426.4 6.68 .186 1138.7 153.7 3.79 .517279.5 81.97 3688.8 440.5 6.71 .186 1182.4 159.1 3.80 .515288.5 84.50 3836.1 454.7 6.74 .186 1226.7 164.7 3.81 .513

20 BETHLEHEM STEEL COMPANY,


BETHLEHEM 12' H COLUMNS.

x^ r-jr

'~-c

'

a i t

«:|:p_^- _ . i..

1- :.

1 '*'' 1; B---'---»;

SectionNumber.

Section,Lbs.

DIMENSIONS, IN INCHES.

D

Nom-inal.

T B w M N G L

65.5 ilH % 11.92 .39 .567 .683 16M72.5 IVA H 11.96 .43 .630 .745 ie%

79.0 12 ^ 12.00 .47 .692 .808 17

85.5 12^ M 12.04 .51 .755 .870 173^

92.5 12^ % 12.08 .55 .817 .933 17M99.5 12^ H 12.12 .59 .880 .995 17^

106.0 12>^ 1 12.16 .63 .942 1.058 17A <113.0 12% lA 12.20 .67 1.005 1.120 17A

IIH12119.5 12M IK 12.23 .70 1.067 1.183 17H126.5 12% lA 12.27 .74 1.130 1.245 17i-i to

133.5 13 IM 12.31 .78 1.192 1.308 17H 8

140.5 13K8 lA 12.35 .82 1.255 1.370 18.22

147.5 13M W 12.39 .86 1.317 1.433 18%

154.5 n% lA 12.43 .90 1.380 1.495 im162.0 13^ VA 12.47 .94 1.442 1.558 is%

169.0 13^ lA 12.51 .98 1.505 1.620 18H176.0 13K IH 12.55 1.02 1.567 1.683 18^

183.0 IVA IH 12.58 1.05 1.630 1.745 18M190.0 14 IM 12.62 1.09 1.692 1.808 18H



BETHLEHEM 12

_x_

L._ .^

r H COLUMNS.

_.._x_

^^—

1

Y

Weieht

Section,Lbs.

Foot.

Areaof


AXIS XX. AXIS YY.

Mo-mentof

Inertia.

I

SectionModu-lus.

S

Radiusof

Gyra-tion.

r

Bend-ing

Factor.

k

Mo-mentof

Inertia.

I'

SectionModu-lus.

Radiusof

Gyra-tion.

r'

Bend-ing

Factor.

k'

65.5 19.00 499.0 84.9 5.13 .224 168.6 28.3 2.98 .672

72.5 20.96 556 6 93.7 5.15 .224 188.2 31.5 3.00 .666

79.0 22.94 615.6 102.6 5.18 .224 208.1 34.7 3.01 .661

85.5 24.92 676.1 111.5 5.21 .224 228.5 37.9 3.03 .657

92.5 26.92 738.1 120.5 5.24 .223 249.2 41.3 3.04 .652

99.5 28.92 801.7 129.6 5.27 .223 270.1 44.6 3.06 .649

106.0 30.94 866.8 138.6 5.30 .223 291.7 48.0 3.07 .645

1 13.0 32.96 933.4 147.9 5.33 .223 313.6 51.4 3.08 .641

119.5 34.87 1000.0 156.9 5.36 .222 335.0 54.8 3.10 .637

126.5 36.91 1069.8 166.2 5.38 .222 357.7 58.3 3.11 .633

133.5 38.97 1141.3 175.6 5.41 .222 380.7 61.9 3.13 .630

140.5 41.a3 1214.5 185.0 5.44 .222 404.1 65.4 3.14 .627

147.5 43.10 1289.4 194.6 5.47 .221 428.0 69.1 3.15 .624

154.5 45.19 1366.0 204.3 5.50 .221 452.2 72.8 3.16 .621

162.0 47.28 1444.3 214.0 5.53 .221 477.0 76.5 3.18 .618

169.0 49.38 1524.4 223.8 5.56 .221 502.1 80.3 3.19 .615

176.0 51.50 1606.3 233.6 5.59 .220 527.6 84.1 3.20 .612

183.0 53.48 1687.8 243.3 5.62 .220 552.2 87.8 3.21 .609

190.0 55.62 1773.4 253.3 5.65 .220 578.6 91.7 3.23 .607



BETHLEHEM 10" H COLUMNS.

"\ T^

G.w ^ f

M JT-'^^^-r-^" i

! ,.-?--.;

SectionNumber.

weight

Section,Lbs.


D

Nom-inal.

T B

1

w M N G L

49.5 9K A 9.9 7 .36 .514 .611 14A

55.0 10 Vs lO.CK) .39 .577 .673 14A60.5 103/8 H lO.C14 .43 .639 .736 14A66.0 lOM H lO.C18 .47 .702 .798 14^8

72.0 mn H 10.1 2 .51 .764 .861 14>^2

77.5 mi K 10.16 .55 .827 .923 14^8

83.5 mi H 10.2 .59 .889 .986 14^4^ II

HIU89.0 10^4 1 10.2 4 .63 .952 1.048 14^^

95.0 mi lA 10.2^ .67 1.014 1.111 15 c

100.5 11 IJ^ 10.3 1 .70 1.077 1.173 151/8CO

106.5 UK lA 10.35 .74 1.139 1.236 15A-J

112.0 llM IM 10.39 .78 1.202 1.298 15-A

118.0 11^8 lA 10.43 .82 1.264 1.361 ISA

124.0 11^ 1^8 10.4 7 .86 1.327 1.423 ISA

130.0 11^8 lA 10.5 1 .90 1.389 1.486 isi^

136.5 UH IH 10.56 .94 1.452 1.548 1512



BETHLEHEM 10

_x_

L —

' H COLUMNS.

___JL

Y

AXIS XX. AXIS YY.

Weight

Section,Lbs.

Areaof


Mo-mentof

Inertia.

SectionModu-lus.

Radiusof

Gyra-tion.

Bend-ing

Factor.

Mo-mentof

Inertia.

SecUonModu-lus.

Radiusof

Gyra-tion.

Bend-ing

Factor.

I S ' k I' 8' r' k'

49.5 14.37 263.5 53.4 4.28 .269 89.1 17.9 2.49 .804

r>5.o 15.91 296.8 59.4 4.32 .268 100.4 20.1 2.51 .792

60.5 17.57 331.9 65.6 4.35 .268 112.2 22.3 2.53 .786

66.0 19.23 368.0 71.8 4.37 .268 124.2 24.6 2.54 .780

72.0 20.91 405.2 78.1 4.40 .268 136.5 27.0 2.56 .775

77.5 22.59 443.6 84.5 4.43 .267 149.1 29.4 2.57 .770

83.5 24.29 483.0 90.9 4.46 .267 162.0 31.8 2.58 .765

89.0 25.99 523.5 97.4 4.49 .267 175.1 34.2 2.60 .760

95.0 27.71 565.2 103.9 4.52 .267 188.6 36.7 2.61 .755

100.5 29.32 607.0 110.4 4.55 .266 201.7 39.1 2.62 .749

106.5 31.06 651.0 117.0 4.58 .265 215.6 41.7 2.64 .746

112.0 32.80 696.2 123.8 4.61 .265 229.9 44.3 2.65 .741

118.0 34.55 742.7 130.6 4.64 .265 244.4 46.9 2.66 .737

124.0 36.32 790.4 137.5 4.67 .264 259.3 49.5 2.67 .733

130.0 38.09 839.4 144.4 4.69 .264 274.5 52.2 2.68 .729

136.5 39.88 889.7 151.4 4.72 .263 289.9 55.0 2.70 .726

»



BETHLEHEIVI 8 ' H COLUMNS. i

Tir1

'g w \ '

M-^-r—Ni^ 1

f 1 \ ,

.

i*B—'---*,

SectionNumber.


Nom-inal.

D T B w M N G L

32.0 7K i^ 8.00 .31 .399 .476 UK

35.0 8 'A 8.00 .31 .462 .538 11^^

39.5 SVs ^ 8.04 .35 .524 .601 iiA

44.0 Sh % 8.08 .39 .587 .663 11^

48.5. SVs H 8.12 .43 .649 .726 iiH:^

53.0 ^V2 % 8.16 .47 .712 .788 iiiito

II

H858.0 SVs H 8.20 .51 .774 .851 12

I62.5 m % 8.24 .55 .837 .913 12A tfl

67.5 8K it 8.28 .59 .899 .976 12K Cfl

72.0 9 1 8.32 .63 .962 1.038 12K -1

77.0 9H lA 8.36 .67 1.024 1.101 123^

81.5 9H IH 8.39 .70 1.087 1.163 123^

86.0 ^Vs lA 8.43 .74 1.149 1.226 12^

91.0 9y> IK 8.47 .78 1.212 1.288 1234



BETHLEHEM 8' H

'V

COLUMNS.

Weight

Section,Lbs.

Areaof


AXIS XX. AXIS YY.

Mo-mentof

Inertia.

SectionModu-lus.

Radiusof

Gyra-tion.

Bend-ing

Factor.

Mo-mentof

Inertia.

SectionModu-lus.

Radiusof

Gyra-tion.

Bend-ing

Factor.

I S r k I' S' r' k'

32.0 9.17 105.7 26.9 3.40 .342 35.8 8.9 1.98 1.025

35.0 10.17 121.5 30.4 3.46 .335 41.1 10.3 2.01 .990

39.5 11.50 139.5 34.3 3.48 .335 47.2 11.7 2.03 .979

44.0 12.83 158.3 38.4 3.51 .334 53.4 13.2 2.04 .971

48.5 14.18 177.7 42.4 3.54 ,334 59.8 14.7 2.05 .963

53.0 15.53 197.8 46.5 3.57 .334 66.3 16.3 2.07 .956

58.0 16.90 218.6 50.7 3.60 .333 73.1 17.8 2.08 .948

62.5 18.27 240.2 54.9 3.63 .333 80.0 19.4 2.09 .941

67.5 19.66 ?/>2.5 59.2 3.65 .332 87.1 21.0 2.11 .934

72.0 21.05 285.6 63.5 3.68 .332 94.4 22.7 2.12 .928

77.0 22.46 309.5 67.8 3.71 .331 101.9 24.4 2.13 .921

81.5 23.78 333.5 72.1 3.75 .330 109.2 26.0 2.14 .914

86.0 25.20 359.0 76.6 3.77 .329 117.1 27.8 2.16 .907

91.0 26.64 385.3 81.1 3.80 .328 125.1 29.6 2.17 .902

*



BETHLEHEM COLUMNS.14" AND 12"

SUPPLEMENTARY SECTIONS.4

w( if

v!

Weight

Section,Lbs.

Foot.

Dimensions, in Inches.

SectionNum-ber.

1

Nom-inal

Nom-inal

D T B W M N G L

43.0 13^ 'A 8.00 .31 .491 .567 15t\ 11

A

n'i 48.0 13H r's 8.04 .35 .553 .630 15H HA8 53.5 i^H ^ 8.08 .39 .616 .692 15}E 11

A

58.5 13^4 H 8.12 .43 .678 .755 16 11

A

55.0 13H A 10.00 .35 .533 .630 16U llA61.5 13^ ^ 10.04 .39 .596 .692 1611 iiA67.5 13^ H- 10.08 .43 .658 .755 17tV iiA73.5 13K .^i 10.12 .47 .721 .817 17A llA

69.0 13^ Vs 12.00 .39 .576 .692 183^ ilA

h'? 76.0 13^ n 12.04 .43 .639 .755 18M liA"12 83.0 13K H 12.08 .47 .701 .817 18^8 llA

90.0 14 fj 12.12 .51 .764 .880 isy2 ilA

40.5 nVi ^ 8.00 .31 .481 .558 14 9A

"i45.5 UH A 8.04 .35 .543 .620 143^ 9A50.5 iiK ^ 8.08 .39 .606 .683 UH 9A55.0 iiK H 8.12 .43 .668 .745 UVs 9^

52.5 115^ A 10.00 .35 .524 .620 15A 9A

"^58.0 im ^ 10.04 .39 .586 .68,S 15i^ 9A64.0 nu H 10.08 .43 .649 .745 15A 9A70.0 12 ^ 10.12 .47 .711 .808 15H 9i^



BETHLEHEM COLUMNS.14." AND 12"

SUPPLEMENTARY SECTIONS.Yl

f=X_ p

1

;y

Weipht

Section,

F^t.

Areaof


Axis XX. Axis YY.

Mo-mentof

Inertia.

I

SectionModu-

lus.

S

Radiusof

Gyra-tion,

Inches.p

Bend-ing

Factor.

k

Mo-mentof

Inertia.

I'

SectiorModu-

lus.

S'

Radiusof Bend-

Gyra- ingtion. Factor.Inches,p' k'

43.0 12.28 397.6 59.5 5.69 .207 43.6 10.9 1.88 1.127

48.0 13.82 450.9 66.8 5.71 .207 49.7 12.4 1.90 1.118

53.5 15.37 505.6 74.2 5.74 .207 56.0 13.9 1.91 1.110

58.5 16.93 561.6 81.7 5.76 .207 62.4 15.4 1.92 1.102

55.0 15.95 540.4 80.1 5.82 .199 93.1 18.6 2.42 .857

61.5 17.75 606.3 89.0 5.84 .199 104.8 20.9 2.43 .850

67.5 19.55 673.7 98.0 5.87 .200 116.8 23.2 2.44 .844

73.5 21.37 742.7 107.1 5.90 .200 129.0 25.5 2.46 .838

69.0 20.04 704.0 103.3 5.93 .194 174.7 29.1 2.95 .689

76.0 22.09 782.9 113.9 5.95 .194 194.7 32.3 2.97 .683

83.0 24.15 863.6 124.5 5.98 .194 215.0 35.6 2.98 .678

90.0 26.22 946.1 135.2 6.01 .194 235.8 38.9 3.00 .674

40.5 11.55 280.1 48.7 4.92 .237 42.8 10.7 1.92 1.081

45.5 13.02 318.8 54.8 4.95 .237 48.8 12.1 1.94 1.071

50.5 14.49 358.5 61.0 4.97 .237 55.1 13.6 1.95 1.063

55.0 15.98 399.3 67.3 5.00 .238 61.5 15.2 1.96 1.055

52.5 15.11 383.2 65.9 5.04 .229 91.5 18.3 2.46 .826

58.0 16.83 431.3 73.4 5.06 .229 103.2 20.5 2.48 .819

64.0 18.56 480.6 80.9 5.09 .229 115.1 22.8 2.49 .813

70.0 20.30 531.3 88.5 5.12 .229 127.3 25.2 2.50 .807



BETHLEHEM COLUMNS.10,' 8" AND 6"

SUPPLEMENTARY SECTIONS.

_4

1

i-.1

K—B---H

Weight Dimensions, in Inches.

SectionNum-ber.

^ ofSection,Lbs.

F«>t.

Nom-inal

Nom-inal

D T B w M N G L

33.5 9^ 1^ 8.00 .28 .408 .486 12K 7Ujh"^' 38.0 9H ^ 8.03 .31 .471 .548 12^^ 7H|

8 42.5 9K ^ 8.07 .35 .533 .611 12»^ 7H^47.5 10 Vs 8.11 .39 .596 .673 12K 7H

23.5 7M Vs 6.50 .25 .351 .413 mi 6H

"L27.0 7J^ A 6.53 .28 .413 .476 lOH eVs30.5 8 'A 6.56 .31 .476 .538 103.8 GVs34.5 8H ^ 6.60 .35 .538 .601 103^ 6H

20.0 6 Vh 6.00 .25 .346 .404 8K 4^23.0 evs ^ 6.02 .27 .409 .466 8^ 4^26.5 en 'A 6.06 .31 .471 .529 8H 4^

H6 30.0 eVs A 6.10 .35 .534 .591 sn 4^33.5 6H Vs 6.14 .39 .596 .654 m 4^37.0 eVs H 6.18 .43 .659 .716 9A- 4^40.5 en H 6.22 .47 .721 .779 9i^ 4^



BETHLEHEM COLUMNS.10', 8" AND 6'

SUPPLEMENTARY SECTIONS.

Yl

1

'

K. J?

!y•

Weight

Section,Lbs.

Fa>t-

ofSection,SquareInches.

Axis XX. Axis YY.

Mo-mentof

Inertia.

I

SectionModu-lus.

S

Radiusof

Gyra-tion,

Inches.r

Bend-ing

Factor.

k

Mo-mentof

Inertia.

I'

SectionModu-

lus.

S'

Radiusof

Gyra-tion,

Inches.r'

Bend-ing

Factor.

k'

33.5 9.60 166.2 34.5 4.16 .278 36.6 9.14 1.95 1.050

38.0 10.89 192.0 39.4 4.20 .276 42.4 10.56 1.97 1.031

42.5 12.29 219.4 44.4 4.23 .277 48.5 12.02 1.99 1.022

47.5 13.70 247.6 49.5 4.25 .277 54.8 13.52 2.00 1.013

23.5 6.72 74.6 19.2 3.33 .349 16.8 5.17 1.58 1.298

27.0 7.76 88.2 22.4 3.37 .347 20.0 6.11 1.60 1.270

30.5 8.82 102.3 25.6 3.41 .345 23.2 7.07 1.62 1.248

34.5 9.97 117.4 28.9 3.43 .345 26.6 8.07 1.63 1.236

20.0 5.81 38.7 12.9 2.58 .451 13.0 4.34 1.50 1.340

23.0 6.69 45.9 15.0 2.62 .446 15.4 5.12 1.52 1.305

26.5 7.69 53.9 17.3 2.65 .445 18.1 5.96 1.53 1.290

30.0 8.70 62.4 19.6 2.68 .445 20.8 6.82 1.55 1.277

33.5 9.72 71.2 21.9 2.71 .444 23.6 7.69 1.56 1.264

37.0 10.76 80.4 24.3 2.73 .443 26.6 8.59 1.57 1.251

40.5 11.80 90.1 26.7 2.76 .442 29.6 9.52 1.58 1.240

30 BETHLEHEM STEEL COMPANY

REINFORCED 14" H COLUMNSAND

SPECIAL COMPOUND COLUMNS.

When columns are required of greater sectional area thanthe regular sections of H columns, it is necessary to reinforce

the latter to obtain the desired area. This may be the casein the columns for the lower stories of a high building.

Additional area may be secured by riveting plates to theflanges of the regular H columns. In general this is thesimplest and most economical method of reinforcement.Dimensions and properties of such reinforced 14" H columnsare given on pages 32 and 33 in the table of Reinforced 14" HColumns.

If it is desired to avoid drilling the thick metal of the flanges

of the heavy H columns, for attaching the cover plates, theBethlehem 14" Special H Section, H14 b, shown below, maybe used. Dimensions and properties of this special section

are given on the opposite page. This special section is pro-duced by the same rolls and has the same inner contour asthe regular series of 14" H columns on page 18, which can bespliced to this special section in the usual way. This section

permits the addition of plates, or other shapes, for increasing

the area to the desired extent, in the manner indicated byFigs. 1-3 on the opposite page, avoiding the drilling of thick

metal in the flanges. Dimensions and properties of heavycolumns, made of this Bethlehem 14" Special H Sectionwith cover plates, are given on pages 34 and 35 in the table

of Special Compound Columns.

0.808

HI4b 149.0 Lbs.



BETHLEHEM 14" SPECIAL H SECTION.

A V^

w i 6

.*_1:

DIMENSIONS.

SectionNumber.

H14b

Weight

Section,Lbs.perFoot.


Nom-inal. I

149.0 14,^1 ]4

B

14.90 1.41

W M N

942 20K 11

A

PROPERTIES.

SectionNumber

H14b

Weightof

Section,Lbs.

Foot.

149.0

Areaof


AXIS XX.

Mo-mentof

Inertia.

1

43.52 1368.5

Section RadiusModu- I oflus.

193.8

Gyra-tion.

r

5.61

Mo-ISection Radius

ment Modu- ofof

Inertia.

I'

468.6

lus.

629

Gyra-tion.

r'

3.28

SUQQESTIONS FOR USING THE BETHLEHEM 14* SPECIAL H SECTION IN

BUILDING UP COLUMNS OF LARGE SECTIONAL AREA.

Fig. 1 Fig. 2 Fig. 3

32 BETHLEHEM STEEL COMPANY


REINFORCED 14' H COLUMNS.

:^?iBETHLEHEM

14* H COLUMNS kI

.i-T1r-n

REINFORCEDWITH COVER PLATES.

-i

H ColumnSelected

forReinforcing.

H 14254.0 Lbs.per foot.



Weight,Entire

Section,Lbs.

p>er Foot.

294.8301.6308.4315.2322.0328.8335.6342.4349.2356.0

360.8368.0375.2382.4389.7396.9404.1411.3418.6

426.2433.9441.5449.2456.8464.5472.1479.8487.4495.1502.7


Cover Plates.

Width

C

161616161616161616

16_

171717171717171717

1818

181818181818181818

Thick-ness.

P

H

%

IH\%lA

lA\HlAl>^

lA

IH

Depth Diagonalof Diam-

Column. eter.

A G

17K 23A23%17M

17^8 23%17M 23HV(% 23H17H 23%17% 2418 24A18K 24A18K 24%18K 24%18M 24M18% 25A18% 25%18% 25%18% 25A18% 25%19 25%19% 25A19% 26%19% 26%19% 26A19% 26A19% 26%19% 26%19% 26}20 26M20% 2720% 27%20% 27A

Dimensionsof

H Column.

D=^16%

T-2%

B =14.90

W = 1.41

M =2.183

N =2.317



REINFORCED 1-

Y

X" H COLUMNS.

BETHLEHEM X'

X REINFORCED14* H COLUMNS

1

[~ WITH COVER PLATES.

;y

i AXIS XX. AXIS YY.Weight,EntireSection,Lbs.

Area,EntireSectionSquare

Mo-mentof

SectionModu-lus.

Radiusof

Gyra-

Bend-ing

Factor

Mo-mentof

SectionModu-lus.

Radiusof

Gyra-

Bend-ing

Factor

fSu Inches Inertia

I stion.

r kInertia

I' S'

tion.

k'

294.8 86.43 4104.5 479.4 6.89 .180 1309.2 163.6 3.89 .528

301.6 88.43 4252.2 493.0 6.93 .179 1351.8 169.01 3.91 .523

308.4 90.43 4402.1 506.7 6.98 .178 1394.5 174.3 3.93 .519

315.2 92.43 4554.1 520.5 7.02 .178 1437.2 179.6 3.94 .515322.0 94.43 4708.3 534.3 7.06 .177 1479.8 185.0 3.96 .510328.8 96.43 4864.8 548.1 7.10 .176 1522.5 190.3 3.97 .507335.6 98.43 5023.4 562.1 7.14 .175 1565.2 195.6 3.99 .503342.4 100.43 5184.3 576.0 7.18 .174 1607.8 201.0 4.00 .500349.2 102.43 5347.4 590.1 7.23 .174 1650.5 206.3 4.01 .496

356.0

360.8

104.43 5512.8 604.1 7.27 .173 1693.2 211.6 4.03 .493

105.75 5463.7 602.9 7.19 .175 1738.5 204.5 4.06 .517

368.0 107.87 5639.4 618.0 7.23 .175 1789.6 210.5 4.07 .512375.2 110.00 5817.6 633.2 7.27 .174 1840.8 216.6 4.09 .508382.4 112.12 5998.2 648.5 7.31 .173 1892.0 222.6 4.11 .504:i89.7 114.25 6181.2 663.8 7.36 .172 1943.2 228.6 4.12 .500396.9 116.37 6366.8 679.1 7.40 .171 1994.3 234.6 4.14 .496404.1 118.50 6554.8 694.5 7.44 .171 2045.5 240.6 4.15 .492411.3 120.62 6745.3 710.0 7.48 .170 2096.7 246.7 4.17 .48S)

418.6 122.75 6938.3 725.6 7.52 .169 2147.9 252.7 4.18 .486

426.2 125.00 7120.8 744.7 7.55 .168 2320.2 257.8 4.31 ASS433.9 127.25 7327.9 761.3 7.59 .167 -^380.9 264.5 4.33 .481

441.5 129.50 7537.7 778.1 7.63 .166 2441.7 271.3 4.34 .477449.2 131.75 7750.2 794.9 7.67 .166 2502.4 278.0 4.36 .474456.8 134.00 7965.5 811.8 7.71 .165 2563.2 284.8 4.37 .471

464.5 136.25 8183.5 828.7 7.75 .164 2623.9 291.5 4.39 .467472.1 138.50 8404.3 845.7 7.79 .164 2684.7 298.3 4.40 .464479.8 140.75 8627.9 862.8 7.83 .163 2745.4 305.0 4.42 .461

487.4 143.00 8854.3 879.9 7.87 .163 2806.2 311.8 4.43 .459495.1 145.25 9083.6 897.1 7.91 .162 2866.9 318.5 4.44 .456502.7 147.50 9315.7 914.4 7.95 .161 2927.7 325.3 4.46 .453 .



SPECIAL COMPOUND COLUMNS

r^:^/rrrrr n

BETHLEHEM 1REINFORCED |

14^* X 149 Lbs. A ^\ ->.w

I 6 WITH

SPECIAL H SECTION 1 Q • 1

...1 1

COVER PLATES.

I e-MDIMENSIONS. IN INCHES.

ColumnSection.

Weight

Column,Lbs.

per Foot.

Cover Plates. Depthof

Column.

A

DiagonalDiameter.

G

Dimensionsof

14" SpecialH Section.

Width.

C

Thick-ness.

P

C^fe 285.0 16 VA 16^ 23^•Sco 291.8 16 lA 16^ 23A

298.6 16 m l6Vs 23M Dc^S^ 305.4 16 i^ 17 . 23^ UVse:S^ 312.2 16 VA I7y8 23i:^

233^isl-S 319.0 16 1^ '^7H2 CO j5 325.8 16 m n% 23^ T332.6 16 IH IVA 23H "AS:a^ 339.4 16 m 17^ 23H

23K346.2 16 lu 17M

49

Lteso

,

ma 351.3 17 IV4 17^ 24H B358.5 17 m 17^ 24^ 14.90

Z^^^ 365.7 17 VA 17^ 24ii373.0 17 m 18 24%380.2 17 2 18H 24M W

1.41387.4 17

IP.ISH 2411

-"x.y* 394.6 17 ISVs1^

of

a

al

thlable

401.9 17 2A 18H409.1 17 2A 18^ 25A416.3

424.4

17

18

2A2H

18K18^

25A25^

M0.808

432.0 18 2A2^

ISH 26

8-^2 439.7 18 18K 26^447.3 18

IS19 26A N

rv rv ji o

Columni

)n

H

14b

in

table,

jlates,

ea 455.0 18 19^ 263^ 0.942

462.6 18

IPs19M 26^

470.3 18 19^ 26A477.9 18 2«

2k2H

193^ U L•5c^ 485.6 18 19^ lli^

(Sec givemor(

493.2 18 198^ 26%500.9 18 2K 19K 2en



SPECIAL COMPOUND COLUMNS.

BETHLEHEM14' rx 149 Lbs. -

REINFORCED

J.

.____. ^ij^^

SPECIAL H SECTION

1

! COVER PLATES.

1 . 1

;y

Column

Areaof

Column

AXIS XX. AXIS YY.

M^~ment Section

Radiusof Bend-

Mo-ment Section

Radiusof Bend-

Lbs.

Vool.

SquareInches.

ofInertia.

Modu-lus.

Gyra-tion. Factor.

ofInertia.

Modu-lus.

Gyra-tion.

ingFactor.

I S r k I' S' r' k'

285.0 83.52 3737.6 449.6 6.69 .186 1322.0 165.2 3.98 .505

291.8 85.52 3876.9 462.9 6.73 .185 1364.6 170.6 3.99 .501

298.6 87.52 4018.2 476.2 6.78 .184 1407.3 175.9 4.01 .498305.4 89.52 4161.7 489.6 6.82 .183 1450.0 181.2 4.02 .494

312.2 91.52 4307.2 503.0 6.86 .182 1492.6 186.6 4.04 .491

319.0 93.52 4454.9 516.5 6.90 ^81 1535.3 191.9 4.05 .487325.8 95.52 4604.8 530.0 6.94 .180 1578.0 197.2 4.06 .484

332.6 97.52 4756.8 543.6 6.98 .179 1620.6 202.6 4.08 .481

339.4 99.52 4911.0 557.3 7.02 .179 1663.3 207.9 4.09 .479346.2 101.52 5067.5 571.0 7.07 .178 1706.0 213.2 4.10 .476

351.3 103.02 5132.5 582.4 7.06 .177 1901.6 223.7 4.30 .460358.5 105.15 5298.7 597.0 7.10 .176 1952.8 229.7 4.31 .458

365.7 107.27 5467.2 611.7 7.14 .175 2003.9 235.8 4.32 .455373.0 109.40 5638.1 626.5 7.18 .175 2055.1 241.8 4.33 .452380.2 111.52 5811.5 641.3 7.22 .174 2106.3 247.8 4.35 .450387.4 113.65 5987.2 656.1 7.26 .173 2157.5 253.8 4.36 .448394.6 115.77 6165.4 671.1 7.30 .173 2208.6 259.8 4.37 .446401.9 117.90 6345.9 686.0 7.34 .172 2259.8 265.9 4.38 .443409.1 120.02 6529.0 701.1 7.38 .171 2311.0 271.9 4.39 .441

416.3 122.15 6714.5 716.2 7.41 .171 2362.2 277.9 4.40 .440

424.4 124.52 6832.6 733.7 7.41 .170 2655.6 295.1 4.62 .422432.0 126.77 7029.0 749.8 7.45 .169 2716.4 301.8 4.63 .420439.7 129.02 7228.1 765.9 7.48 .169 2777.1 308.6 4.64 .418447.3 131.27 7429.8 782.1 7.52 .168 2837.9 315.3 4.65 .416455.0 133.52 7634.2 798.3 7.56 .167 2898.6 322.1 4.66 .415462.6 135.77 7841.3 814.7 7.60 .167 2959.4 328.8 4.67 .413470.3 138.02 8051.1 831.1 7.64 .166 3020.1 335.6 4.68 .411

477.94a^).6

140.27 8263.6 847.6 7.68 .166 3080.9 342.3 4.69 .410

142.52 8478.9 864.1 7.71 .165 3141.6 349.1 4.70 .408493.2 144.77 8696.9 880.7 7.75 .164 3202.4 355.8 4.70 .407500.9 147.02 8917.7 897.4 7.79 .164 3263.1 362.6 4.71

1

.406

betitlehem: steel com:panyBETHLEHEM, PA.

STRUCTURAL STEEL SHAPES: Bethlehem Beams, Girders andColumns: Standard Beams, Channels and Angles.

SHIPBUILDING SHAPES: Ship Channels and Bulb Angles.STEEL PLATES: Open Hearth; Bridge, Structural, Ship and Tank

quality.^IPIG IRON: Basic, Bessemer, Foundry, Low Phosphorus, Mayari,o-Manganese, Spiegeleisen.CASTINGS: Steel and Iron, Brass, Bronze and Manganese.FORCINGS: Drop, Hammered, Hydraulically Pressed, Solid and

Hollow, Rough, and Finished Machined; Cement Mill, and Ore CrusherBalls.

RAILS: Standard, Girder, Guard, High Tee, Industrial Splice Bars.Tie Plates, Bolts, Frogs, Switches, Signals.

SWITCH STANDS: To Meet Every Track CondiUon; High,Intermediate and Low Stands, Adjustable and non-Adjustable.

MANARD ANVIL-FACE FROGS: Equipped with "Mayari"Never-Turn Bolts. AH bolts receiving side thrust of wheels are HEAT-TREATED.

TOOL STEELS: Carbon, High Speed, Drill, Finishing and Special.STANDARD ALLOY AND SPECIAL STEELS: Chrome Nickel,

Chrome Vanadium, Mayari, Case Hardened, Special; Treated, Temperedand Cold Drawn.

TIN PLATES: Black, and Timied Plates; Stamping and EnamelingStock.

SHEETS: Black, Blue-Annealed, Galvanized.BAR IRON: Refined Bar Iron, Double Refined, Chain, Stay Bolt,

Special Stay Bolt and Engine Bolt Iron.BOLTS: All Kinds, Plain and Galvanized, Machine, Carriage, Lag,

Plow and Patch; HEAT TREATED, Simple Alloy Mayari Steel Frog.Track and Fitting-Up Bolts.

NUTS: Hot and Cold Pressed. Cold Punched and Forged. AllSizes, Shapes and Standards. Blank or Tapped, Chamfered, Trimmed andReamed Case Hardened. Castle, Semi-Finished and Finished.

RIVETS: Boiler, Bridge. Structural, Ship. Tank and Tap.SPIKES; Steel and Iron. Standard, Railroad, Screw Railroad Track,

Universal Screw, Boat, Dock and Wharf, Pressed and Rolled.ENGINEERS AND BUILDERS OF SPECIAL MACHINERY.FORCINGS AND CASTINGS FOR LARGE MARINE ENGINES.

Hydraulic Beam and Gap Shears. Plate Bending Rolls, Intensifiers.Flanging and Forging Presses.

FURNACE AND FOUNDRY COKE AND COKE BY-PRODUCTS.Ammonium Sin-PHATR, Benzol, Crude Naphthalene, Solvent

Naphthas Toluol TarPUMPING ENGINES FOR MUNICIPAL PURPOSES,GAS ENGINES.Naval and Coast Defense Guns and Mounts, Field Guns and

Howitzers.Gun Carriages, Limbers and Caissons, Gun Forgings, Torpedo Air Flasks.

Armor Plate, Projectiles, Fuses, Cartridge Cases, Complete Roundsof Ammunition.WORKS AT:

bethUhem, Pa.; Lebanon, Pa.: Rtading. Pa.; Steellon, Pa.;Sparrow's Point, Aid.

GENERAL OFFICES—Bethlehem, Pa.

SALES OFFICES:Atlanta. Healey Building New York, Cunard BuildingBaltimore Continental Building Philadelphia, Morris BuildingBoston, Oliver Building Pittsburgh,..First Nat. Bank Bldg.Chicago, People's Gas Building San Francisco,....Monadnock Bldg.Cleveland, Guardian Building St. Louis. Boatmen's Bank Bldg.Detroit, Penobscot Building Washington, Wilkins Building

Foreign Rebresentatites:Consolidated Steel CorporaUon. 25 Broadway. New York.

PLEASE DO NOT REMOVE

CARDS OR SLIPS FROM THIS POCKET

UNIVERSITY OF TORONTO LIBRARY

condensed catalogue of bethlehem structural...

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